索力调整在ANSYS中的实现
|
摘要
斜拉桥是现代桥梁中的一种重要形式,其优点不一而足。从力学的角度来看,斜拉桥是一种由索塔、主梁、拉索组成的超静定结构,在其施工过程中,拉索的索力调整是调整桥梁结构受力状态的主要手段。
目前,有很多研究从理论上证明可以找到适当的拉索初始拉力初始值以避免复杂的索力调整,甚至完全不需要索力调整,但是从近年来的工程实践中看,这些理论尚不能精确确定拉索的初始拉力,索力调整依然是桥梁工程中不可或缺的一环。在桥梁结构的有限元分析软件中,需要考虑拉索垂度效应等非线性因素,从而准确地模拟索力调整的过程。为了与施工无应力状态法配合,需要在计算结果中提供拉索的无应力索长。
在基于ANSYS 的桥梁有限元分析软件的开发时,由于ANSYS 接口能力所限,开发人员很难如同编制自行开发的有限元程序那样,通过直接控制参量的数值来实现索力调整这一过程。所以,要在ANSYS 中实现索力调整的模拟,必须通过等效的方法。
本文利用多段直杆法建立斜拉桥拉索模型,以模拟拉索的垂度效应; 利用温度的变化模拟应变变化,以模拟拉索张拉; 利用悬链线公式计算拉索的无应力索长,从而为索力调整在ANSYS 中实现提供了算法依据。
在此基础上,本文使用了C++,FORTRAN 等工具,编制了相关程序,实现了索力调整的算法流程和施工模拟过程的数据组织过程,通过ANSYS 的接口与ANSYS 核心求解器联系起来,在ANSYS 中实现了索力调整,并完成了基于ANSYS的桥梁有限元分析软件的施工模拟模块之一部。
Having many advantages, cable-stayed bridge is an important form of modern bridges. Cable-stayed bridge is a kind of statically indeterminate structure in the domain of mechanics. Tensing stayed cables is a chief method to controlling the mechanical behaviors of cable-stayed bridge.
As proved, the initial tension force of stayed cable cannot be exactly calculated, which is to avoid the complex process of stayed cable’s tension. So, the tension adjustment of stayed cable is still the key process of bridges’construction. Nonlinear characteristics, including slack effect, should be taken into consideration in bridge FEA software. The unstressed length of cable, which is consulted by unstressed status controlling in the construction of bridge, is a part of results.
Changing the temperature of stayed cable can exactly simulate the alteration in cables’tension. The slack of cable is under consideration by using multiple tension-only elements. The unstressed length of stayed cable can be also calculated by the theory of catenaries. All these equivalences are the foundations that simulate tensing stayed cables in ANSYS.
Supported by these equivalences, some programs are to present the process of tensing the stayed cables and organization of data in the simulation of bridge construction. Linked to the ANSYS, these programs have been the very one part of bridge construction simulation in bridge FEA software.
目前,有很多研究从理论上证明可以找到适当的拉索初始拉力初始值以避免复杂的索力调整,甚至完全不需要索力调整,但是从近年来的工程实践中看,这些理论尚不能精确确定拉索的初始拉力,索力调整依然是桥梁工程中不可或缺的一环。在桥梁结构的有限元分析软件中,需要考虑拉索垂度效应等非线性因素,从而准确地模拟索力调整的过程。为了与施工无应力状态法配合,需要在计算结果中提供拉索的无应力索长。
在基于ANSYS 的桥梁有限元分析软件的开发时,由于ANSYS 接口能力所限,开发人员很难如同编制自行开发的有限元程序那样,通过直接控制参量的数值来实现索力调整这一过程。所以,要在ANSYS 中实现索力调整的模拟,必须通过等效的方法。
本文利用多段直杆法建立斜拉桥拉索模型,以模拟拉索的垂度效应; 利用温度的变化模拟应变变化,以模拟拉索张拉; 利用悬链线公式计算拉索的无应力索长,从而为索力调整在ANSYS 中实现提供了算法依据。
在此基础上,本文使用了C++,FORTRAN 等工具,编制了相关程序,实现了索力调整的算法流程和施工模拟过程的数据组织过程,通过ANSYS 的接口与ANSYS 核心求解器联系起来,在ANSYS 中实现了索力调整,并完成了基于ANSYS的桥梁有限元分析软件的施工模拟模块之一部。
Having many advantages, cable-stayed bridge is an important form of modern bridges. Cable-stayed bridge is a kind of statically indeterminate structure in the domain of mechanics. Tensing stayed cables is a chief method to controlling the mechanical behaviors of cable-stayed bridge.
As proved, the initial tension force of stayed cable cannot be exactly calculated, which is to avoid the complex process of stayed cable’s tension. So, the tension adjustment of stayed cable is still the key process of bridges’construction. Nonlinear characteristics, including slack effect, should be taken into consideration in bridge FEA software. The unstressed length of cable, which is consulted by unstressed status controlling in the construction of bridge, is a part of results.
Changing the temperature of stayed cable can exactly simulate the alteration in cables’tension. The slack of cable is under consideration by using multiple tension-only elements. The unstressed length of stayed cable can be also calculated by the theory of catenaries. All these equivalences are the foundations that simulate tensing stayed cables in ANSYS.
Supported by these equivalences, some programs are to present the process of tensing the stayed cables and organization of data in the simulation of bridge construction. Linked to the ANSYS, these programs have been the very one part of bridge construction simulation in bridge FEA software.
引文
[1] 项海帆.高等桥梁结构理论.北京:人民交通出版社,2001
[2] 周履,陈永春.收缩徐变.北京:中国铁道出版社,1994
[3] 范立础. 桥梁工程. 北京:人民交通出版社,1996.
[4] Cluley NC and Shepherd R. Analysis of concrete cable-stayed bridges for creep,shrinkage and relaxation effects. Computers and Structures,1996,58:337-350
[5] 张春芳,周履.混凝土斜拉桥中最佳的索力调整.国外桥梁.1997,1:25-31
[6] Ernst HJ.Der E-Modul von Seilen unter Beruksichtigung des Duichhanges.Der Baningenieur,1965,40(2):52-55
[7] 中华人民共和国交通部.公路斜拉桥设计规范(JTJ027-96).北京:人民交通出版社,1996
[8] Michalos J and Birnstiel C.Movement of a cable due to changes in loadings.Journal of Structural Engineering,ASCE,1960,96(ST12):23-28
[9] 李廉昆.结构力学.北京:高等教育出版社,1994
[10] 于玲.斜拉桥柔性拉索力学状态的探讨.东北林业大学学报,2001,29(6):64-68
[11] Tang Jianmin,Shen Zuyan and Qian Ruojun.A nonlinear finite element method with five-node curved element for analysis of cable structures.Proceedings of IASS International Symposium,1995,2:929-935
[12] Yuan Xingfei and Dong Shilin.A two-node curved cable element for nonlinear analysis.Engineering Mechanics,1999,16(4):93-111
[13] Zhang Qilin.A cable element theory for nonlinear analysis of prestressed structures.Engineering Mechanics,1993,10(4):93-101
[14] Jayaraman HB and Knudson WC.A curved element for the analysis of cable structures.Computers and Structures,1981,14:325-333
[15] Dong Ming,Xia Shaohua,Qian Ruojun and Shen Zuyan.An investigation of the nonlinear analysis of tensile structure with FEM.Chinese Journal of Computational Mechanics,1997,14(3):268-275
[16] Tang Jianmin,Zhao Yin and Wu Lihua.An Eulerian geometrically nonlinear finite element method with two-node able element for the analysis of cable structures.Shanghai Journal of Mechanics,1999(20),20:89-94
[17] 杨孟刚,陈政清.两节点曲线索单元精细分析的非线性有限元法.工程力学,2003,20(1):42-47
[18] Knudson WC.Static and dynamic analysis of cable net structures.Doctoral dissertation.University of California,Berkely,California,1971
[19] Russell JC, Lardner TJ. Statics experiments on an elastic catenary. Journal Engineering Mechanics, 1997, 123(12): 1322-1324.
[20] 郝超,裴岷山,强士中.大跨度斜拉桥拉索无应力长度的计算方法比较.重庆交通学院学报,2001.9:1-3
[21] 钟万勰.斜拉桥施工中的张拉控制和索力调整.土木工程学报,1992,25(3):9-15
[22] 秦顺全,林国雄.斜拉桥安装计算-倒拆法与无应力状态控制法评述.92 全国桥梁结构学术大会.上海:同济大学出版社, 1992:569-573
[23] 钟继卫.斜拉桥合龙后索力最优调整的实现.世界桥梁,2002,4:43-44
[24]Bruer A,Pircher H,Bokan H.Computer based optimizing of the tensioning of cable-stayed bridges. IABSE Conference on Cable-Stayed Bridges -Past, Present and Future[C],Malm,Sweden,1999: 65-74
[25] Chen DW.A new method to assign initial cable forces for prestressed concrete cable-stayed bridges.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:117-126
[26] 陈德伟,范立础.确定预应力混凝土斜拉桥恒载初始索力的方法.同济大学学报, 1998, 26(2):120-123
[27] 范立础,杜国华,马健中.斜拉桥索力优化及非线性理想倒退分析.重庆交通 学院学报,1992,11(1):1-13
[28] Fan LC, Chen DW, Tham LG.New developments of erection control for prestressed concrete cable-stayed bridges.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future,Malm,Sweden,1999:254-263
[29] 杜国华,姜林.斜拉桥的合理索力及其施工张拉力.桥梁建设, 1989, (3): 11-17
[30] 葛耀君.斜拉桥的工程控制-结合非线性倒退分析的滤波理论在斜拉桥施工中的应用研究.上海:同济大学,1986
[31] Xiao RC, Jia LJ, Song X, Xiang HF.Influence matrix method of cable tension optimization for long-span cable-stayed bridges.IABSE Conference on Cable-supported Bridges -Challenging Technical Limits.Seoul, Korea, 2001
[32] 肖汝诚,项海帆.斜拉桥索力优化的影响矩阵法.同济大学学报,1998, 26(3): 235-240
[33] 肖汝诚,项海帆.斜拉桥索力优化及其工程应用.计算力学学报,1998, 15(1): 118-122
[34] 马健中.斜拉桥索力优化及非线性理想倒退分析.上海:同济大学,1990
[35] 杨炳成,孙明.斜拉桥索力的非线性优化倒拆分析.中国公路学报, 1998, 11(3):55-61
[36] 梁志广,李建中,石现峰.斜拉桥施工初始索力的确定.工程力学,2000,17(3):121-126
[37] Cruz JS, Almeida JF.A new model for cable-stayed bridges control and adjustment.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:200-209
[38] 颜东煌,刘光栋.确定斜拉桥合理施工状态的正装迭代法.中国公路学报, 1999, 12(2):59-64
[39] 颜东煌,李学文,刘光栋等.用应力平衡法确定斜拉桥主梁的合理成桥状态. 中国公路学报, 2000, 13(3): 49-52
[40] 颜东煌,刘光栋.确定斜拉桥合理施工状态的正装迭代法.中国公路学 报,1999,12(2):59-64
[41] Han DJ, Yan QS.Construction control practice for Panyu cable-stayed bridge.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:283-290
[42] 乔建东,陈政清.确定斜拉桥索力的有约束优化方法.上海力学, 1999, 20(1): 49-55
[43] 陆楸,徐有光.斜拉桥最优索力的探讨.中国公路学报, 1990, 3(1):38-48
[44] 辛克贵等.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版),2002,42(6):29-38
[45]毛昌时等.混凝土斜拉桥徐变倒退分析.中国公路学报,1995,8(1):42-46
[46] Yang CG..Initial shape of cable-stayed bridges.Computers & Structures, 1993, 47(1):111-123
[47] 施笃铮,汪劲丰,项贻强,徐兴.斜拉桥施工过程中的索力控制与优化研究.中国公路学报:2002,15(2):57-60
[48] 郭文复.斜拉桥最优化调索方法.1994 斜拉桥国际学术讨论会论文集.上海:同济大学出版社, 1994:533-537
[49] Kim KS, Lee HS.Analysis of target configurations under dead loads for cable-supported bridges.Computers and Structures,2001, (79):2681-2692
[50] Reddy P, Ghaboussi J, Hawkins NM.Simulation of construction of cable-stayed bridges.Journal of Bridge Engineering, 1999, 4(4):249-257
[51] Yiu PKA, Brotton DM.the principle of force control design of cable-stayed bridges.Proceedings of First East Asian Conference on Structural Engineering and Construction,1986:1233-1246
[52] Fujisawa N, Tomo H.Computer-aided cable adjustment of stayed bridges.IABSE Proc.,1985, 92/85:181-190
[53] Zienkiewicz O C .The Finite Element Method.3rd .Megrwa-hill Book Company (UK)Ltd,1997
[2] 周履,陈永春.收缩徐变.北京:中国铁道出版社,1994
[3] 范立础. 桥梁工程. 北京:人民交通出版社,1996.
[4] Cluley NC and Shepherd R. Analysis of concrete cable-stayed bridges for creep,shrinkage and relaxation effects. Computers and Structures,1996,58:337-350
[5] 张春芳,周履.混凝土斜拉桥中最佳的索力调整.国外桥梁.1997,1:25-31
[6] Ernst HJ.Der E-Modul von Seilen unter Beruksichtigung des Duichhanges.Der Baningenieur,1965,40(2):52-55
[7] 中华人民共和国交通部.公路斜拉桥设计规范(JTJ027-96).北京:人民交通出版社,1996
[8] Michalos J and Birnstiel C.Movement of a cable due to changes in loadings.Journal of Structural Engineering,ASCE,1960,96(ST12):23-28
[9] 李廉昆.结构力学.北京:高等教育出版社,1994
[10] 于玲.斜拉桥柔性拉索力学状态的探讨.东北林业大学学报,2001,29(6):64-68
[11] Tang Jianmin,Shen Zuyan and Qian Ruojun.A nonlinear finite element method with five-node curved element for analysis of cable structures.Proceedings of IASS International Symposium,1995,2:929-935
[12] Yuan Xingfei and Dong Shilin.A two-node curved cable element for nonlinear analysis.Engineering Mechanics,1999,16(4):93-111
[13] Zhang Qilin.A cable element theory for nonlinear analysis of prestressed structures.Engineering Mechanics,1993,10(4):93-101
[14] Jayaraman HB and Knudson WC.A curved element for the analysis of cable structures.Computers and Structures,1981,14:325-333
[15] Dong Ming,Xia Shaohua,Qian Ruojun and Shen Zuyan.An investigation of the nonlinear analysis of tensile structure with FEM.Chinese Journal of Computational Mechanics,1997,14(3):268-275
[16] Tang Jianmin,Zhao Yin and Wu Lihua.An Eulerian geometrically nonlinear finite element method with two-node able element for the analysis of cable structures.Shanghai Journal of Mechanics,1999(20),20:89-94
[17] 杨孟刚,陈政清.两节点曲线索单元精细分析的非线性有限元法.工程力学,2003,20(1):42-47
[18] Knudson WC.Static and dynamic analysis of cable net structures.Doctoral dissertation.University of California,Berkely,California,1971
[19] Russell JC, Lardner TJ. Statics experiments on an elastic catenary. Journal Engineering Mechanics, 1997, 123(12): 1322-1324.
[20] 郝超,裴岷山,强士中.大跨度斜拉桥拉索无应力长度的计算方法比较.重庆交通学院学报,2001.9:1-3
[21] 钟万勰.斜拉桥施工中的张拉控制和索力调整.土木工程学报,1992,25(3):9-15
[22] 秦顺全,林国雄.斜拉桥安装计算-倒拆法与无应力状态控制法评述.92 全国桥梁结构学术大会.上海:同济大学出版社, 1992:569-573
[23] 钟继卫.斜拉桥合龙后索力最优调整的实现.世界桥梁,2002,4:43-44
[24]Bruer A,Pircher H,Bokan H.Computer based optimizing of the tensioning of cable-stayed bridges. IABSE Conference on Cable-Stayed Bridges -Past, Present and Future[C],Malm,Sweden,1999: 65-74
[25] Chen DW.A new method to assign initial cable forces for prestressed concrete cable-stayed bridges.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:117-126
[26] 陈德伟,范立础.确定预应力混凝土斜拉桥恒载初始索力的方法.同济大学学报, 1998, 26(2):120-123
[27] 范立础,杜国华,马健中.斜拉桥索力优化及非线性理想倒退分析.重庆交通 学院学报,1992,11(1):1-13
[28] Fan LC, Chen DW, Tham LG.New developments of erection control for prestressed concrete cable-stayed bridges.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future,Malm,Sweden,1999:254-263
[29] 杜国华,姜林.斜拉桥的合理索力及其施工张拉力.桥梁建设, 1989, (3): 11-17
[30] 葛耀君.斜拉桥的工程控制-结合非线性倒退分析的滤波理论在斜拉桥施工中的应用研究.上海:同济大学,1986
[31] Xiao RC, Jia LJ, Song X, Xiang HF.Influence matrix method of cable tension optimization for long-span cable-stayed bridges.IABSE Conference on Cable-supported Bridges -Challenging Technical Limits.Seoul, Korea, 2001
[32] 肖汝诚,项海帆.斜拉桥索力优化的影响矩阵法.同济大学学报,1998, 26(3): 235-240
[33] 肖汝诚,项海帆.斜拉桥索力优化及其工程应用.计算力学学报,1998, 15(1): 118-122
[34] 马健中.斜拉桥索力优化及非线性理想倒退分析.上海:同济大学,1990
[35] 杨炳成,孙明.斜拉桥索力的非线性优化倒拆分析.中国公路学报, 1998, 11(3):55-61
[36] 梁志广,李建中,石现峰.斜拉桥施工初始索力的确定.工程力学,2000,17(3):121-126
[37] Cruz JS, Almeida JF.A new model for cable-stayed bridges control and adjustment.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:200-209
[38] 颜东煌,刘光栋.确定斜拉桥合理施工状态的正装迭代法.中国公路学报, 1999, 12(2):59-64
[39] 颜东煌,李学文,刘光栋等.用应力平衡法确定斜拉桥主梁的合理成桥状态. 中国公路学报, 2000, 13(3): 49-52
[40] 颜东煌,刘光栋.确定斜拉桥合理施工状态的正装迭代法.中国公路学 报,1999,12(2):59-64
[41] Han DJ, Yan QS.Construction control practice for Panyu cable-stayed bridge.IABSE Conference on Cable-Stayed Bridges -Past, Present and Future, Malm, Sweden, 1999:283-290
[42] 乔建东,陈政清.确定斜拉桥索力的有约束优化方法.上海力学, 1999, 20(1): 49-55
[43] 陆楸,徐有光.斜拉桥最优索力的探讨.中国公路学报, 1990, 3(1):38-48
[44] 辛克贵等.大跨度斜拉桥恒载非线性静力分析.清华大学学报(自然科学版),2002,42(6):29-38
[45]毛昌时等.混凝土斜拉桥徐变倒退分析.中国公路学报,1995,8(1):42-46
[46] Yang CG..Initial shape of cable-stayed bridges.Computers & Structures, 1993, 47(1):111-123
[47] 施笃铮,汪劲丰,项贻强,徐兴.斜拉桥施工过程中的索力控制与优化研究.中国公路学报:2002,15(2):57-60
[48] 郭文复.斜拉桥最优化调索方法.1994 斜拉桥国际学术讨论会论文集.上海:同济大学出版社, 1994:533-537
[49] Kim KS, Lee HS.Analysis of target configurations under dead loads for cable-supported bridges.Computers and Structures,2001, (79):2681-2692
[50] Reddy P, Ghaboussi J, Hawkins NM.Simulation of construction of cable-stayed bridges.Journal of Bridge Engineering, 1999, 4(4):249-257
[51] Yiu PKA, Brotton DM.the principle of force control design of cable-stayed bridges.Proceedings of First East Asian Conference on Structural Engineering and Construction,1986:1233-1246
[52] Fujisawa N, Tomo H.Computer-aided cable adjustment of stayed bridges.IABSE Proc.,1985, 92/85:181-190
[53] Zienkiewicz O C .The Finite Element Method.3rd .Megrwa-hill Book Company (UK)Ltd,1997